NASA Technical Memorandum TM 102782
I
Comparison Of Analytical MethodsFor Calculation Of Wind Loads
September 1989
(NASA-TM-1027B2) COMPARISON OF ANALYTICAL
METHODS FOR CALCULATION OF WIND LOA_S
(NASA) 50 p CSCL 2OK
G3/J9
N90-13813
Unclas
0251715
NASANational Aeronautics and
Space Administration
https://ntrs.nasa.gov/search.jsp?R=19900004497 2018-04-30T13:32:24+00:00Z
NASA Technical Memorandum TM 102782
Comparison Of Analytical MethodsFor Calculation Of Wind Loads
Donald J. Minderman
Larry L. Schultz
Engineering Development Directorate
September 1989
National Aeronautics andSpace Administration
John F. Kennedy Space Center
KSC-DM-3282REVISION A
COMPARISON OF ANALYTICAL
METHODS FOR CALCULATION
OF WIND LOADS
This Revision Supersedes All PreviousEditions of This Manual
D.'v- j.'lV_de_,bM-_g_33
APPROVED BY:
SEPTEMBER 1989
JOHN F. KENNEDY SPACE CENTER, NASA
KSC-DM-3282
ABSTRACT
The following analysis is a comparison of analytical methods for
the calculation of wind load pressures. The analytical methods
specified in ASCE Paper No. 3269, ANSI A58.1-1982, the Standard
Building Code, and the Uniform Building Code were analyzed using
various hurricane speeds to determine the differences in the
calculated results. The winds used for the analysis ranged from
100 mph to 125 mph and applied inland from the shoreline of a
large open body of water (i.e., an enormous lake or the ocean) a
distance of 1500 feet or ten times the height of the building or
structure considered. For a building or structure less than or
equal to 250 feet in height acted upon by a wind greater than or
equal to 115 mph, it was determined that the method specified inANSI A58.1-1982 calculates a larger wind load pressure than the
other methods. For a building or structure between 250 feet and
500 feet tall acted upon by a wind ranging from i00 mph to II0
mph, there is no clear choice of which method to use; for these
cases, factors that must be considered are the steady-state or
peak wind velocity, the geographic location, the distance from a
large open body of water, and the expected design life and its
risk factor.
iii/iv
KSC-DM-3282
TABLE OF CONTENTS
Section TiDle Paqe
.
1.1
1.2
1.3
•
2.1
2.2
2.2.1
2.2.1.I
2.2.1.2
2.2.1.3
2.2.2
2.2.2.1
2.2.2.2
2.2.2.3
2.2.3
2.2.3.1
2.2.4
.
•
APPENDIX A
APPENDIX B
APPENDIX C
APPENDIX D
APPENDIX E
APPENDIX F
INTRODUCT ION ..................................... I
Purpose .......................................... 1
Facilities and Equipment ......................... 1
Definitions ...................................... 1
ANALYSIS ......................................... 2
Problem Statement ................................ 2
Comparison of Analytical Methods ................. 3
American Society of Civil Engineers (ASCE) Paper3No. 3269 ........................................
Steady-State Total Wind Pressure, P, ............. 3
Peak Total Wind Pressure, Pz,m. ................... 3
Steady-State Wind Velocity Profile, V, ........... 4American National Standard Institute (ANSI)
A58.1-1982 ....................................... 4
Steady-State Total Wind Pressure, P, ............. 5
Peak Total Wind Pressure, P,,mx ................... 5
Steady-State Wind Velocity Profile, V, ........... 6
Standard Building Code ........................... 6
Steady-State Total Wind Pressure, P, ............. 6
Uniform Building Code ............................ 6
DISCUSSION ....................................... 6
SUMMARY OF RESULTS ............................... 8
TOTAL PRESSURE FOR A STEADY-STATE WIND VELOCITY.. A-I
PEAK TOTAL PRESSURE FOR A PEAK WIND VELOCITY ..... B-I
FACILITY DESIGN WIND FOR VARIOUS PEAK WIND
SPEEDS AND LIFETIMES ............................. C-I
WIND VELOCITY PROFILE ............................ D-I
WIND PRESSURE AND WIND VELOCITY AT VARIOUS
HEIGHTS FOR SPECIFIC HURRICANE WIND SPEEDS
AT 33 FEET ....................................... E-I
REFERENCE DOCUMENTS .............................. F-I
v/vi
KSC-DM-3282
ABBREVIATIONS AND ACRONYMS
ANSI
ASCE
CA
e.g.ft
ft 2
FL
i.e.
KSC
ib/ft 2
ib,
mphNASA
no.
NY
psf
SF
STD
%
American National Standards Institute
American Society of Civil Engineers
California
for example
foot
square footFlorida
that is
John F. Kennedy Space Center
pound per square foot
pound force
mile per hour
National Aeronautics and Space Administration
number
New York
pounds per square foot
shape factor
standard
percent
vii/viii
KSC-DM-3282-
a
Ct
Do
F 8
G I
i . .
K,
P,
P|wmaR
SF
Z
U
V,
SYMBOLS AND NOTATION
Coefficient alpha that depends on the exposure type
Projected area normal to the wind velocity except when
is given for the surface area (ft')
Shape coefficient
Force coefficient
External pressure coefficient
Surface drag coefficient
Design force at a specific height, Z (ibf)
Gust response factor for main-force resisting systems
evaluated at height Z=h
Gust response factor to be used for components and
cladding
Importance factor
Velocity pressure exposure coefficient
Steady-State total wind pressure on primary framing due
to constant wind loads (ib/ft 2 or psf)
Peak total wind pressure on primary framing due to
gusting winds (lb/ft' or psf)
Wind velocity pressure at a height, Z (ib/ft 2 or psf)
Peak wind velocity pressure at a height, Z (ib/ft' or
psf)
The shape factor is a coefficient that depends on the
exterior surface of the building or structure
Equation variable that depends on a, Do, and Z
Risk of occurance
Wind velocity at a specific height (mph)
ix
KSC-DM- 32 82
VI,_R
V30
x
x_
Peak wind velocity at a specific height (mph)
Wind velocity at a height of 30 feet (mph)
A constant which linearly reduces from x=0.3 at
V_0-60 mph to x=0.143 at V30=130 mph
The constant x mentioned above, which is adjusted for
peak winds
Height above the ground (ft)
Gradient height above the ground (ft)
KSC-DM-3282
I. _NTRQDUCTION
1.1 PURPOSE
The following analysis is a comparison of analytical methods for
calculation of wind load pressures specified in ASCE Paper No.
3269, ANSI A58.1-1982, the Standard Building Code, and the
Uniform Building Code. These methods were analyzed for various
hurricane wind speeds to determine the differences between their
calculated wind load pressures.
1.2 FACILITIES AND EQUIPMENT
The analysis included calculations of wind load pressure for only
Category III buildings and structures (as defined in ANSI A58.1-
1982; see reference 1 in appendix F) because Category III
buildings and structures are more closely identifiable with the
space vehicle processing and launch facilities at KSC. The
buildings or structures used for calculating wind load pressure
had four sides with vertically oriented walls. Only Exposure D
winds (as defined in ANSI A58.1-1982) were considered because
Exposure D closely approximates the topography and the types of
winds experienced at KSC. For a detailed description of the
building or structural constraints that were followed see 2.1.
1.3 DEFINITIONS
For the purpose of this report, the following definitions shall
apply:
Cateqory III Bgildinq Qr $_ructure: Buildings or structures
designated as essential facilities including, but not limited to,
hospitals, fire stations, disaster operations centers, and
national defense centers.
_: Flat, unobstructed areas exposed to wind flowing
over large bodies of water. Exposure D applies only from the
shoreline a distance of 1500 feet or ten times the height of the
building or structure under consideration, whichever is greater.
_rg_n d Win4: Wind that affects facilities and space vehicles
during ground operations and immediately after a launch. These
winds exist below a height of 500 feet. Ground winds are
sometimes referred to as surface winds.
KSC-DM-3282
_h_u_: A sudden increase in the ground wind speed. A gust is
frequently expressed as a deviation from a mean wind speed.
!mpQr_anq@ Factor: A factor that accounts for the degree of
hazard to human life and damage to property.
Peak Wind Speed: The maximum (essentially, instantaneous) wind
speed measured during a specified reference period, such as a
hour, day, or month, at a given reference height.
Primary Frames and Svstem_: An assemblage of major structural
elements assigned to provide support for secondary members and
cladding. Examples of primary frames and systems include rigid
and braced frames, space trusses, roof and floor diaphragms,
shear walls, and rod-braced frames.
Shawe Factor: A coefficient that accounts for the geometry and
orientation of the building or structure.
Steady-State Qr Av@raqe Wind Speed: The mean, over a period of
approximately I0 minutes, of the ground wind speed measured at a
fixed reference height. Steady-State or average wind speed is
usually assumed to be constant as, for example, in spectralcalculations.
2. ANALYSI_
2.1 PROBLEM STATEMENT
The objective of the analysis is to compare analytical methods
for calculation of the steady-state total wind pressure, peak
total wind pressure, and wind velocity profiles of ASCE Paper No.
3269, ANSI A58.1-1982, the Standard Building Code, and the
Uniform Building Code. The type of structure considered in the
analysis is a Category III building that has four sides with
vertically oriented walls. The report compared neither thin and
wide (e.g., like a billboard) nor tall and slender (e.g., like a
smokestack) buildings or structures. Only primary frames and
systems are taken into account and only the windward and leeward
sides are analyzed. The roof is not included in this report in
order to reduce the number of graphs produced. A steady-state
Exposure D wind varying from I00 mph to 125 mph in 5-mph
increments is used in the analysis, and the elevation above the
ground ranges from 30 feet to 500 feet.
2
KSC-DM-3282
2.2 COMPARISON OF ANALYTICAL METHODS
The following subsections present the formulas used in ASCE Paper
No. 3269, ANSI A58.1-1982, the Standard Building Code, and the
Uniform Building Code.
2.2.1 AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE) PAPER NO. 3269.
The method specified in ASCE Paper No. 3269 has been used in KSC-
STD-Z-0004 to calculate wind loads on John F. Kennedy Space
Center (KSC) facilities since the early 1960's. The following
three subsections present formulas for the steady-state total
wind pressure, peak total wind pressure, and steady-state wind
velocity profile for ASCE Paper No. 3269, conforming to the
criteria of 2.1 of this report (see references 2, 3, and 4 in
appendix F).
2.2.1.1 SteadT-$ta_? T0_al Wind Pressure a P,. This subsection
presents the formulas for the steady-state total wind pressure.
Formula (6) is the complete formula for the steady-state total
wind pressure.
P, " q,C_ (psf)
q, - 0.002558V,' (psf)
V. - V3o(Z/30)" (mph)
x linearly reduces from:
x = 0.3 at V30=60 mph to x=0.143 at V,o=130 mph
x - 0.3-(0.3-0.143) [(V,-60)/(130-60)]
x - 0.3-0.157[(V,-60)/70]
(1)
(2)
(3)
(4)
The shape coefficient, Co, represents the summation of the
pressure contributions from the windward and leeward sides.
C= - 1.3 (5)
Substitute (2), (3), (4), and (5) into (I)
(6)P, - 0. 002558 [V30(Z/30) _o.3-o.1,_E,v.-,o,/_o1_],(1.3) (psf)
2.2.1.2 P_k Total Wind p_e$_ure, PT,m," This subsection
presents the formulas for the peak total wind pressure. The peak
3
KSC-DM-3282
total wind pressure is the maximum wind measured over a period of
time.
P,..., - q,.,,C, (psf) (7)
TO account for the peak wind speed, V,,,,, a gust factor is
multiplied by the steady-state velocity. A gust factor of i.i0
allows for gusts of approximately I0 seconds in duration. The
peak wind velocity pressure is then derived again in order toshow the limitations of the formulas.
q,,,. - 0.002558V,,,, 2 (psf) (8)
V,,,. ,, V3o(l.10) (Z/30) _" (mph) (9)
Xm. linearly reduces from:
x-0.3 at V30=60 mph to x=0.143 at V30=130 mph
Xm, - 0.3-(0.3-0.143) [ (V,,,.-60)/(130-60) ] (I0)
The limitation in equation (I0) is that whenever V,,m. exceeds 136
mph an error will be present. When the steady-state wind
velocity is 125 mph then:
V,.... - 125 mph (1.10) = 137.5 mph
Using a peak wind velocity of 137.5 mph yields an error of 5.8
percent. An error this size should be accounted for only when
dealing with a steady-state 125-mph wind in peak velocity
pressure calculations. Substituting (8), (9), (i0), and (5) into
(7) yields:
P,,,. - 0.002558[(V30) (I.I0) (Z/30) t°'3-°'157[i'v':c*n°)'i°'/Y°]_]'(l.3)
(psf) (11 )
2.2.1.3 Steady-State Wind Velocity PrQfile. V,. The following
formula is the wind velocity profile for 0 to 500 feet.
V, = V30(Z/30)" (mph) (12)
V, = V,o(Z/30) °J'°'ls_('vz''°)/7°3 (mph) (13)
2.2.2 AMERICAN NATIONAL STANDARD INSTITUTE (ANSI) A58.1-1982.
The following three subsections present the formulas for the
steady-state total wind pressure, peak total wind pressure, and
4
KSC-DM-3282
steady-state wind velocity profile for ANSI A58.1-1982,
conforming to the criteria of 2.1 in this report (see references
I, 5, and 6).
2.2.2.1 $teady-$_at# Total Wind Pressure, P,. This subsection
presents the formulas for the steady-state total wind pressure.
Formula (19) is the complete formula for the steady-state total
wind pressure.
P, = q,Cp (psf)
q, - 0. 00256K, (IV33)2
K, - 2.58(Z/Z,) 2/"
I = 1.11
(psf)
for 15 ft_Z_Zq
(14)
- (15)
(16)
(17)
The external pressure coefficient, Cp, is the sum of the windward
and leeward sides.
Cp - 1.3 (18)
Substituting (15), (16), (17), and (18) into (14) yields:
P, - 0.0025612.58(Z/Zq)'"] (I.IIV_,] }'(1.3) (psf) (19)
For an Exposure D: aml0.0 and Zqm700 feet
2.2.2.2 _ak Total Wind pressure, P,,,x. This subsection
presents the formulas for the peak total wind pressure. Formula
(24) is the complete formula for the peak total wind pressure.
P,,m, = q,,m.G,Cp (psf) (20)
Equation (20) was modified by substituting G. for G,. This had
to be done in order to vary the building height from 30 feet to
500 feet.
q,.,, = 0.00256Kz(IV,)' (psf) (21)
G, = 0. 65+3. 65T. (22)
T, - 2.35Do°'s/(Z/30) I/, (23)
Substituting (21), (22), (23), and (18) into (20) yields:
5
KSC-DM-3282
P,,,, = 0.0025612.58(Z/Z,)21"] [1.11Vn]2{0.65
+3.6512.35Do°'S/(Z/30) _'°]} (1.3) (psf) (24)
For an Exposure D: Do=0.003
2.2.2.3 $_%ady-Sta_@ Wind Vel0citv Profile, V,. The following
formula is the wind velocity profile for 0 to 500 feet.
V, - V3,(Z,/33):i" (Z/Z,)It" (mph) for Z > 0 (25)
2.2.3 STANDARD BUILDING CODE. The Standard Building Code
addresses only the steady-state total wind pressure which is
present in the following subsection (see reference 7).
2.2.3.1 Steady-State TQtal wind Pressure. P.. This subsection
presents the formula for the steady-state total wind pressure,
conforming to the criteria of 2.1 in this report. Formula (26)
is the complete formula for the steady-state total wind pressure.
P, - 0.00256V302 (Z/30)"7 (psf) for 30 ft<Z_<'1000 ft
The Standard Building Code multiplies the wind pressure by
various Shape factors (SF), in order to produce the total wind
pressure. The shape factor is a constant that depends on the
exterior surface of the building or structure. The total wind
pressure is:
P, - 0.00256V30' (Z/30)217SF (psf)
For a vertically oriented four-wall building or structure, the
shape factor is 1.3.
p, - 0.00256V_0'(Z/30)2n(1.3) (psf) (26)
2.2.4 UNIFORM BUILDING CODE. The Uniform Building Code (1982
edition) was considered in this analysis. Upon investigation, it
was determined that the code did not encompass Exposure D winds
and, therefore, was excluded on the basis of nonconformity to the
problem statement in 2.1 (see reference 8).
3. DISCUSSION
The formulas presented in sect!on 2 were used.........in a spreadsheet
program to produce output tables containing wind velocity at a
height of 30 feet, steady-state total pressure, peak total
pressure, and wind velocity at discrete heights. The output of
KSC-DM-3282
the spreadsheet was then passed to a presentation/graphical
program which generated the figures in appendices A, B, and D
that show the differences between the wind loads calculated in
ASCE Paper No. 3269, ANSI A58.1-1982, and the Standard Building
Code. Steady-state Exposure D winds ranging from 100 mph to 125
mph in 5-mph increments were used. The height of the wind
velocity envelop ranged from 30 feet to 500 feet. Figures A-I
through A-6 show the height versus steady-state total pressure
for a steady-state wind. Figure A-1 shows that for a building or
structure above 330 feet, the method in ASCE Paper No. 3269
yields larger calculated velocity pressures. As the steady-state
wind increases, ANSI A58.1-1982 emerges as the standard that
calculates the largest total pressure, which is apparent in
figures A-I through A-3. When the steady-state wind is Ii0 mph
and greater, ANSI A58.1-1982 analytically produces the largest
total pressure, which is apparent in figures A-3 through A-6.
The Standard Building Code method consistently has the lowest
total pressure for figures A-1 through A-6.
Figures B-1 through B-6 in appendix B show the height versus peak
total pressure for peak wind velocities. Figure B-1 shows that,
for a building or structure above 250 feet, the method in ASCE
Paper No. 3269 has larger calculated peak total pressures. As
the peak Wind velocity increases, ANSI A58.1-1982 emerges as the
standard that calculates the largest total pressure, which is
apparent in figures B-1 through B-4. When the peak wind is 115
mph and greater, ANSI A58.1-1982 analytically produces the
largest total pressure, which is apparent in figures B-4 throughB-6.
Figure C-1 in appendix C allows the designer to consider factors,
such as the number of years between occurrences and what is an
acceptable risk, for determining a peak wind speed. Once a peak
wind speed is ascertained, the peak total pressure can bedetermined from appendix B.
When trying to determine which particular method calculates
larger pressure values consistently regardless of the steady-
state or peak winds, there is no clear-cut choice for all
altitudes. For winds of 115 mph and greater, ANSI A58.1-1982
calculates larger total pressure for both steady-state and peak
winds. Below 250 feet for all wind speeds, both steady-state and
peak, ANSI A58.1-1982 calculates the larger pressure. For winds
between 100 mph and 110 mph and for buildings or structures
between 250 feet and 500 feet tall, there is no clear-cut choice
of which code produces the largest total pressure. The choice of
which code to use depends on the wind type and wind speed. An
7
KSC-DM-3282
example of this can be seen in figures A-I and B-I for a 275-
foot-tall building or structure acted upon by a 100-mph wind.
Figure A-l, which uses steady-state winds, indicates that the
ANSI A58.1-1982 method calculates a larger velocity pressure than
the ASCE Paper No. 3269 method; however, figure B-l, which uses
peak wind rather than steady-state wind, indicates that the ASCE
Paper No. 3269 method should be used instead of ANSI A58.1-1982.
The dilemma over which method to use can be eliminated if the
question of which type of wind should a building or structure be
designed for (a steady-state or peak wind) is answered.
Figures D-1 through D-6 in appendix D show the calculated wind
velocity profile from the methods in ASCE Paper No. 3269 and ANSI
A58.1-1982.
Appendix E contains all of the formulas used in a spreadsheet
program to produce tables E-I through E-6 that contain all of the
data points used to generate the graphs in appendices A through
D.
4. _UMMARy OF RESULTS
This analysis used a Category I.II building or structure exposed
to an Exposure D steady-state wind. varying from I00 mph to 125
mph in 5-mph increments to compare methods of calculating wind
load pressure specifled in ASCE Paper no. 3269, ANSI A58.1-1982,
the Standard Building Code, and the Uniform Building Code. The
wind velocity envelop ranged from 30 feet to 500 feet. It was
determined that the method for the calculation of wind load
pressure specified in ANSl A58.1-1982 produces a larger wind load
pressure for a building or structure less than or equal to 250
feet in height, acted upon by a wind greater than or equal to 115
mph, than the other methods. For a building or structure between
250 feet and 500 feet tall acted upon by a wind ranging between
i00 mph and II0 mph, there is no definitive choice of which
method to use. Factors that must be considered for a building or
structure in this range are steady-state or peak wind velocity,
geographic location, distance from a large open body of water
(i.e., an ocean or enormous lake), and the expected design life
and its risk factor. It was determined that the Standard
Building Code consistently yielded the lowest steady-state total
pressure values as compared to the other methods. The Standard
Building Code did not address either the peak total pressure or
the wind velocity profile The Uniform Building Code did not
encompass Exposure D winds and, therefore, was excluded on the
basis of nonconformity to the specified winds.
8
KSC-DM-3282
APPENDIX A
TOTAL PRESSUREFOR A STEADY-STATE WIND VELOCITY
A-l/A-2
KSC-DM-3282
u_
w
5OO
450
400
3O0
250
200
150
100
5O
J
I|
Vil
!
iI
a|
, l
!
It
I
7 'CJ
.......
0 20 40 60 80 100 120
ASCE PAPE R NO. 3269
--------- STANDARD BUILDING CODE
..... -- ANSI A58.1-1982
TOTAL PRESSURE (LB/F'I'2)
EXPOSURE D, CATEGORY 111BUILDING
Figure A-I. Height Versus Total Pressure:
Wind Velocity I00 mph at 33 ft
A-3
KSC-DM-3282
uJ
5OO
46O
30O
25O
2OO
150
100
50
0
0
-- ASCE PAPE R NO. 3269
-- STANDARD BUILDING CODE
....- -- ANSI A58.1:1982
20 40 60 80 t00 120
TOTAL PRESSURE (LB/FT2)
EXPOSURE D, CATEGORY III BUILDING
A-4
Figure A-2. Height Versus Total Pressure:
Wind Velocity 105 mph at 33 ft
KSC-DM-3282
600
45O
400
380
3OO
uJZ
2OO
100
50
0
0
ASCE PAPER NO. 3269
STANDARD BUILDING CODE
....... ANSI A58.1-1982
2O 4O 8O 8O 100 120
TOTAL PRESSURE (LBIFT2)
140
EXPOSURE D, CATEGORY III BUILDING
Figure A-3. Height Versus Total Pressure:
Wind Velocity ii0 mph at 33 ft
A-5
KSC-DM-3282
450 _- .....
40O
.r
__+ 250t&l"T
+
2OO
160 _m_,
100
50
.f
jY/
#
: |
'/'j'
/ ,t4.t
--7"
e
#
00
-- ASCE PAPER NO. 3269
-- STANDARD BUILDING CODE
....... ANSI A58.i'1982
20 40 60 80 100 120 140
TOTAL PRESSURE (LB/FT2)
EXPOSURE D, CATEGORY 111BUILDING
Figure A-4. Height Versus Total Pressure:
Wind Velocity 115 mph at 33 ft
A-6
KSC-DM-3282
UJ
Z_
500
460
400
35O
300
25O
200
160
100
5O
I0
u..
I
/
/
-i.......i4f
O# S
00 2O
-- ASCE PAPER NO. 3269
-- STANDARD BUILDING CODE
....... ANSI A58.1-1982
4O 60 80 100 120 140 160
TOTAL PRESSURE (LBIFT2)
EXPOSURE D, CATEGORY III BUILDING
Figure A-5. Height Versus Total Pressure:
Wind Velocity 120 mph at 33 ft
A-7
KSC-DM-3282
Uhv
Z
z
500
46O
400
35O
300
IG0
100
SO
00
"--------- ASCEPAPERNO. 3269
STANDARD BUILDING CODE
- - ANSIA58.1-1982
2O 40 80 80 100 120 140 160
TOTAL PRESSURE (LB/FT2)
EXPOSURE D, CATEGORY III BUILDING
Figure A-6. Height Versus Total Pressure:
Wind Velocity 125 mph at 33 ft
A-8
KSC-DM-3282
APPENDIX B
PEAK TOTAL PRESSURE FOR A PEAK WIND VELOCITY
B-I/B-2
KSC-DM-3282
zuJZ
50O
450
4OO
350
3OO
250
100
5O
/: /!
//I
|
ii
|
.... i
i#
..2 ....
/ #f
00
ASCEPAPER NO. 3269
....... ANSI A58.1-1982
Figure B-I.
Wind
20 4O 50 50 100
PEAK TOTAL PRESSURE (LB/FT2)
120
Height Versus
Velocity i00
EXPOSURE D, CATEGORY III BUILDING
Peak Total Pressure:
mph at 33 ft
B-3
KSC-DM-3282
v
wZ
500
450
400
250
200
tO0
50 /
|
' .... L
fJ ,
i,. / m_j
e
w
#'
.
0 . 20 40 50 80 100" 120 140
PEAK TOTAL PRESSURE (LB/FT2)
--'-'-" ASCEPAPER NO. 3269
....... ANSI A58.1-1982 EXPOSURE D, CATEGORY III BUILDING
B-4
Figure B-2. Height Versus Peak Total Pressure:
Wind Velocity 105 mph at 33 ft
KSC-DM-3282
45O
280WZ
2OO
180
I00m
//--
I
!
!q
#
#
o
J
##I
-- ASCEPAPER NO. 3269
....... ANSI A58.1-1982
40 60 80 100 120
PEAK TOTAL PRESSURE (LB/FT2)
1,o
EXPOSURE 0, CATEGORY III BUILDING
Figure B-3. Height Versus Peak Total Pressure:
Wind Velocity 110 mph at 33 ft
B-5
KSC-DM-3282
500
450
40O
350
3oo
v
X__ 250u_
200
150
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PEAKTOTAL PRESSURE (LB/FT2)
ASCEPAPER NO. 3269
..... "" ANSI A58.1-1982 EXPOSURE D. CATEGORY III BUILDING
Figure B-4. Height Versus Peak Total Pressure:
Wind Velocity 115 mph at 33 ft
B-6
KSC-DM-3282
5OO
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ASCE PAPER NO. 3269
....... ANSI A58.1-1982
II
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PEAK TOTAL PRESSURE (LBIFT2)
F
EXPOSURE D, CATEGORY III BUILDING
Figure B-5. Height Versus Peak Total Pressure:
Wind Velocity 120 mph at 33 ft
B-7
KSC-DM-3282
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PEAK TOTAL PRESSURE iLB/FT2i
ASCEPAPER NO. 3269
* - ANSI A58.1-1982 EXPOSURE D. CATEGORY I!1 BUILDING
Figure B-6. Height Versus Peak Total Pressure:
Wind Velocity 125 mph at 33 ft
B-8
KSC-DM-3282
APPENDIX C
FACILITY DESIGN WIND FOR VARIOUS PEAK WIND
SPEEDS AND LIFETIMES
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KSC-DM-3282
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KSC-DM-3282
APPENDIX D
WIND VELOCITY PROFILE
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KSC-DM-3282
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ASCEPAPER NO. 3269
- -- ANSI A58.1-1982
Figure D-1.
WIND VELOCITY (MPH)
EXPOSURED. CATEGORYIIIBUILDING
Height Versus Wind Velocity:
Velocity Profile I00 mph at 33 ft
D-3
KSC-DM-3282
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F
2OO
-- ASCEPAPER NO. 3269
....... ANSI A58.1-1982 EXPOSURE D, CATEGORY !11BUILDING
Figure D-2. Height Versus Wind Velocity:
Velocity Profile 105 mph at 33 ft
D-4
KSC-DM-3282
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2OO
ASCE PAPER NO. 3269
....... ANSI A58.1-1982 EXPOSURE D, CATEGORY III BUILDING
Figure D-3. Height Versus Wind Velocity:
Velocity Profile II0 mph at 33 ft
D-5
KSC-DM-3282
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WIND VELOCITY ¢MPHI
200
"-------- ASCEPAPER NO. 3269
....... ANSI A58.1-1982 EXPOSURE D, CATEGORY III BUILDING
Figure D-4. Height Versus Wind Velocity:
Velocity Profile 115 mph at 33 ft
D-6
KSC-DM-3282
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------- ASCEPAPER NO. 3269
....- -- ANSI A58.1-1982 EXPOSURE D, CATEGORY III BUILDING
Figure D-5. Height Versus Wind Velocity:
Velocity Profile 120 mph at 33 ft
D-7
KSC-DM-3282
450
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0 50 100 150 200
WIND VELOCITY (MPH}
ASCEPAPER NO. 3269
....... ANSI A58.1-1982 EXPOSURE D, CATEGORY III BUI LDING
Figure D-6. Height Versus Wind Veloci£y:
Velocity Profile 125 mph at 33 ft
D-8
KSC-DM-3282
APPENDIX E
WIND PRESSURE AND WIND VELOCITY AT VARIOUS HEIGHTS
FOR SPECIFIC HURRICANE WIND SPEEDS AT 33 FEET
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APPENDIX F
REFERENCE DOCUMENTS
F-I/F-2
KSC-DM-3282
•
•
•
•
o
o
.
.
REFERENCE DOCUMENTS
ANSI A58.1-1982.
Other Structures."
New York, NY.
"Minimum Design Loads for Buildings and
American National Standards Institute,
American Society of Civil Engineers• "Task Committee on
Wind Forces: Wind Forces on Structures." ASCE Paper No.
3269, ASCE Transactions, Vol. 126, Part II, pp. 1124-1198,
1961.
KSC-STD-Z-0004. "The Design of Structural Steel Buildings
and Framework Standard for." National Aeronautics and Space
Administration, Kennedy Space Center, FL.
Turner, Robert E. and C. Kelley Hill. "Terrestrial
Environment (Climatic) Criteria Guidelines for Use in
Aerospace Vehicle Development." NASA Technical Memorandum
82473, National Aeronautics and Space Administration, George
C. Marshall Space Flight Center, AL, 1982.
Mehta, Kishor C. "Guide to the Use of the Wind Load
Provisions of ANSI A58.1." Institute for Disaster Research,
Texas Tech University, Lubbock, TX, 1988.
Mehta, Kishor C. "Wind Load Provisions ANSI #A58.1-1982,"
Journal of Structural Engineering, Vol. 110, No. 4, April
1984, pp. 769-784.
"Standard Building Code." Southern Building Code Congress
International, Inc., AL, pp. 181-200, 1985.
"Uniform Building Code." International Conference Building
Officials, Pasadena, CA, 1982.
F-3/F-4
Report Documentation Pageklat_qal A_oq_,utqc S ,4r',(1,c-4"_1Ct_/'vJm_ usIf,Jl_g__
1. Report No. 2. Government AccessionNo.
TN 102782
4. Title and Subtitle
Comparison of Analytical Methods for Calculationof Wind Loads.
7. Author(s)
Donald J. Minderman
Larry L. Schultz
9. PerformingOrganizationName and Address
Launch Structures Section
Mechanical Engineering Division
NASA, Kennedy Space Center, FL
12. S_n_ring AgencyName and Address
John F. Kennedy Space Center
National Aeronautics and Space Administration
Kennedy Space Center, FL 32899
3. Recipient'sCatalogNo.
5. ReportDate
6. Performing Organization Code
8. PerformingOrganization ReportNo.
KSC-DM-3282
10. Work Unit No.
11. Contract or Grant No.
13. Type of Reportand Period Covered
14. SponsoringAgencyCode
15. SupplementaryNotes
16. Abstract
The following analysis is a comparison of analytical methods for the calculation
of wind load pressures. The analytical methods specified in ASCE Paper No. 3269,
ANSI A58.1-1982, the Standard Building Code, and the Uniform Building Code were
analyzed using various hurricane speeds to determine the differences in the cal-
culated results. The winds used for the analysis ranged from I00 mph to 125 mph
and applied inland from the shoreline of a large open body of water (i.e., a
large lake or the ocean) a distance of 1500 feet or ten times the height of the
building or structure considered. For a building or structure less than or equal
to 250 feet in height acted upon by a wind greater than or equal to 115 mph, it
was determined that the method specified in ANSI A58.1-1982 calculated a larger
wind load pressure than the other methods. For a building or structure between
250 feet and 500 feet tall acted upon by a wind ranging from i00 mph to Ii0 mph,
there is no clear choice of which method to use; for these cases, factors that
must be considered are the steady-state or peak wind velocity, the geographic
location, the distance from a large open body of water, and the expected designlife and its risk factor.
17, Key Words(SuggestedbyAuthor(s))
WIND
LOADS
BUILDINGS
18. DistributionStatement
Unlimited
19. SecuriW Classif.(ofthisrepo_)
UNCLASSIFIED
NASA FORM 1626OCT86
!20. Security Classif. (of thispage}
UNCLASSIFIED
21. No. of pages 22. Price
